WO2012077941A2 - Système de drainage d'un revêtement de tunnel bouclier et méthode de construction d'un tunnel bouclier l'utilisant - Google Patents

Système de drainage d'un revêtement de tunnel bouclier et méthode de construction d'un tunnel bouclier l'utilisant Download PDF

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Publication number
WO2012077941A2
WO2012077941A2 PCT/KR2011/009344 KR2011009344W WO2012077941A2 WO 2012077941 A2 WO2012077941 A2 WO 2012077941A2 KR 2011009344 W KR2011009344 W KR 2011009344W WO 2012077941 A2 WO2012077941 A2 WO 2012077941A2
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WIPO (PCT)
Prior art keywords
segment
longitudinal
sides
segments
water
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Ceased
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PCT/KR2011/009344
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English (en)
Korean (ko)
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WO2012077941A3 (fr
Inventor
마상준
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CMER CO LTD
Korea Institute of Civil Engineering and Building Technology KICT
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CMER CO LTD
Korea Institute of Construction Technology
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Priority to CN201180058774.4A priority Critical patent/CN103270246B/zh
Publication of WO2012077941A2 publication Critical patent/WO2012077941A2/fr
Publication of WO2012077941A3 publication Critical patent/WO2012077941A3/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/08—Lining with building materials with preformed concrete slabs
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F16/00—Drainage
    • E21F16/02—Drainage of tunnels

Definitions

  • the present invention provides a shield tunnel lining drainage system and shield using the shield tunnel structure of the drain tunnel concept that is actively drained into the shield tunnel structure in the conventional non-drainage tunnel design that does not drain into the shield tunnel structure. It relates to a tunnel construction method.
  • the shield method is an excavation method that uses a shield having a cross section slightly larger than the tunnel outline section to excavate while preventing the collapse of the tip ground and establish a vent hole that supports the excavated section at the rear portion of the shield. Perforations are assembled by segments.
  • the shield method is the most efficient and stable method for constructing tunnel structures on soft ground, not rock, with low topigo.
  • Shield tunnels are undrained structures that do not allow groundwater to flow into the shield tunnel structure.
  • the shield segment lining supports the water pressure as well as the ground load.
  • the shield segment lining supports both the ground pressure and the hydraulic pressure, the cross section of the segment becomes thicker.
  • the conventional design method is an undrained concept design method.
  • the vertical ground reaction force and the horizontal horizontal reaction force (or the ground pressure) in the vertical direction with respect to the earth pressure, the hydraulic pressure, and the magnetic weight g are set as shown in FIG.
  • the ground reaction force in the vertical direction with respect to the earth pressure, the hydraulic pressure, the magnetic weight g, and the like is set to an equal distribution reaction force that is balanced against these loads independently of the displacement of the ground.
  • the lateral horizontal ground force (or ground pressure) is considered to be generated by the ground displacement of the vent hole (shield segment), and is set as the ground ground force (or ground pressure) of the triangular distribution as shown in FIG.
  • the thickness of the cross section of the shield lining becomes thick as water pressure is involved.
  • the thickness of the segment lining considering hydraulic pressure is usually 30 to 45 cm. If hydraulic pressure is not taken into account, the lining thickness can be reduced by 20-50%.
  • the design of the non-drainage concept if the non-drainage tunnel is constructed especially under the groundwater level, it is inevitable that the inflow of the groundwater penetrated into the shield tunnel structure through the connection joint of the assembled shield segment is inevitable. Even if the minute water penetrates into the shield tunnel structure, it is not called the drainage design. This is because the design of the drainage concept, unlike the design of the non-drainage concept, does not consider water pressure. In designing the cross-section of the shield lining segment, the hydraulic pressure should not be applied to the shield tunnel in order to avoid hydraulic pressure. In order for water pressure not to be caught in the shield tunnel, the groundwater should be actively introduced into the shield tunnel structure.
  • the cross section diameter of shield equipment is 4 ⁇ 5cm larger than the outer diameter of segment lining.
  • this 4-5cm gap is the back cavity between the ground drilling surface and the segment lining.
  • the back cavity should be filled to prevent ground displacement and to improve the exponential of the tunnel.
  • the rear cavity backfill is used to ensure premature stabilization of the segment lining against external pressure.
  • tail void is generated at the top of the rear cavity because it flows down in the direction of gravity due to the structure of the rear cavity.
  • Water glass is added to provide fastness to the existing rear cavity backfill, or bentonite is added for ordering. Water glass and bentonite not only reduce long-term durability, but also contaminate groundwater.
  • An object of the present invention is to provide a shield tunnel structure of a drain tunnel concept that is actively drained into a shield tunnel structure in a conventional non-drain tunnel design that does not drain into the shield tunnel structure.
  • the design of the drain tunnel concept does not consider the hydraulic pressure, so that the cross-section of the shield lining segment becomes more economical.
  • the shield tunnel is made by assembling the segments.
  • the number of segments is generally 5 pieces, 7 pieces, 8 pieces, etc. are commonly used. In the present invention, for convenience of description, it will be described with reference to seven pieces.
  • the shape of the segment is a quadrangular shape with four sides.
  • the two sides are in the circumferential (P) direction and the two sides are in the longitudinal (L) direction of the straight line.
  • Key Segment Shield serves to secure the assembly of the tunnel. It is a wedge shape as it is a finishing segment that is assembled last.
  • the wedge shape of the key segment has a triangular shape in the longitudinal (L) direction, and the longitudinal (L) side of the corresponding side segments is also formed as an inclined surface.
  • the key segment is denoted by K.
  • the segment located on the left side of the key segment will be marked with KL and the segment located on the right side with KR.
  • the longitudinal (L) side edges of the KL and KR segments in contact with the key segment form an inclined surface, but the other longitudinal (L) side edges of the KL and KR segments are straight rather than inclined surfaces.
  • KL and KR segments must always be present. Since the K, KL, and KR segments are indispensable, they will be called SK segments.
  • 5 is a plan view of the SK segment.
  • the linear longitudinal (L) side edges of the KL and KR segments are in contact with the longitudinal longitudinal (L) side edges of the SA and SAB segments.
  • the straight longitudinal (L) side edges of the SA and SAB segments and the SB segments contacting each other are located.
  • the SA, SAB, SB, SAC, and SC segments, except for the SK segment consisting of KL, K, and KR, are quadrilateral and have the same size. However, there are only differences in whether the flow path groove 10 or the discharge groove 22 is formed on the four sides and whether the water-expandable index member 40 is installed.
  • the channel grooves 10 are formed on all four sides as shown in FIGS. 6 and 7. That is, the flow path groove 10 is formed in both the circumferential P direction of two sides, and the linear L direction of the two sides.
  • the flow path groove 10 is formed long in the longitudinal direction with the outer protruding plane 14 and the inner protruding plane 12 on both sides.
  • the SB segment and the SC segment located at the bottom are undrained segments.
  • the flow path grooves 10 are not formed on all four sides because they are undrained segments. ⁇ See Figs. 8 and 9 ⁇
  • the flow path grooves 10 are formed in only two sides of the SB segment that are in contact with the SAB segment, that is, two sides of the straight (L) direction in a straight line shape.
  • the remaining two sides of the circumferential P direction are only flat portions 16 in which the flow path grooves 10 are not formed.
  • the flow path groove 10 is formed only on one side that is in contact with the SAC segment, that is, on one side of the straight (L) direction.
  • the remaining two sides of the circumferential P direction and one side of the straight longitudinal L direction are the flat portions 16 in which the flow path grooves 10 are not formed.
  • the connection part 32 of two SC segments has the linear (L) direction planar part 32 of the SC segment, and the planar part 32 oppose each other.
  • SB and SC which are located at the bottom, are non-drained segments, and SB is composed of one segment, whereas SC is different in that two SC segments are connected to each other.
  • This difference is due to the zigzag arrangement of the segments for robustness of assembly.
  • SB segment and the SC segment which are the undrained segments located at the bottom, are alternated with each other.
  • the positions of the segments located at the top and bottom of the shield tunnel are determined.
  • the SK segment is located at the top and the SB segment and the two SC segments, which are undrained segments, are located at the bottom.
  • the SK segment is located once in the XL and then in the XR. Alternating only on XL and XR.
  • the lower undrained segment varies depending on the alternating position of the uppermost SK segment.
  • the SB segment is located in the lowest undrained segment correspondingly.
  • the positions of the top SK segments alternately change because the assembly of the segments is arranged in a zigzag according to the rows.
  • the SA, SAB, and SAC segments are located between the uppermost SK segment and the lowermost undrained segments (SB segment and two SC segments).
  • the SA and SAB segments are positioned therebetween, and when the uppermost SK segment and the lowermost two SC segments are positioned, the SAC segment is positioned therebetween.
  • the present invention is a drainage tunnel concept, the groundwater is drained into the shield tunnel 100.
  • the segment joint part 30 has a construction error. This is because the segments are made of concrete.
  • the construction error of the segment joint part 30 is generally 1-5 mm.
  • the joint portion 30 refers to a connection / assembly portion in the circumferential P direction and the longitudinal L direction in which the segments are in contact with each other in a state where the segments are assembled.
  • Groundwater is introduced through the joint portion 30 in the circumferential (P) direction and the longitudinal (L) direction.
  • the part is an inflow passage through which groundwater flows, but the inflow water flows into the shield tunnel 100 only through the discharge port 20 formed in the joint 30 of the non-drainage segment and the SAB and SAC segments.
  • a flow path groove 10 is formed in the center thereof in the longitudinal direction, and the outer protrusion plane 14 and the inner protrusion plane ( 12) is formed.
  • Groundwater is introduced through the outer protruding plane 14 of the joint portion 30.
  • the inflowed water is guided downward by the flow path groove and is discharged into the shield tunnel 100 through the discharge port.
  • the discharged effluent is discharged out of the tunnel through a hole (not shown) installed in the bottom of the shield tunnel 100. Since the shield tunnel 100 is usually designed to be given a longitudinal inclination, it is naturally drained by the longitudinal inclination.
  • the segments in which the one-row water-expanding index members 40 in the longitudinal direction are provided on all four sides of the inner projection plane 12 are KL, K, KR, SA, SAB, and SAC segments.
  • the SB segment is provided with a single-column water expansion index member 40 on the protruding plane 12 in the linear longitudinal direction L. As shown in FIG.
  • the SC segment is provided with a single-row water-expandable index member 40 on the protruding plane 12 in the linear longitudinal direction L, which is in contact with the SAC segment, and has a straight longitudinal (L) planar portion which is not in contact. 16, a two-row water expansion index member 40 in the longitudinal direction is provided.
  • two- and three-row water-expandable index members are installed on the plane of the joint to be waterproof.
  • a discharge port 20 through which the inflow of ground water is discharged into the shield tunnel 100 will be described.
  • the discharge ports 20 are formed at both ends of the straight longitudinal direction L in which the undrained segments SB and SC segments and the SAB and SAC segments are in contact with each other.
  • a linear longitudinal (L) joint portion 30 formed by the SB segment and the SAB segment (or SC segment) is formed around the Q point which is the end point of the longitudinal direction (L) of FIG.
  • the discharge port 20 is in the Z axis direction.
  • the Z axis direction is perpendicular to the X axis and the Y axis.
  • Inflow water induced in the X-axis direction and the Y-axis direction by the flow path groove 10 is discharged into the shield tunnel 100 through the Q point of the discharge port 20 in the Z-axis direction.
  • the discharge hole 20 is drilled in the Z-axis direction at the end point Q of the inner projecting surfaces 12 and 12 of the blocked SB and SAB segments.
  • the discharge port 20 passes through the quarter-shaped discharge grooves 22 and 22 at the end points Q of the protruding surfaces 12 and 12 in the longitudinal direction L of the SB and SAB segments, respectively. It is formed in communication with (10) (10).
  • the quarter-shaped discharge grooves 22 and 22 mean one quarter of the arc formed by the flow path groove 10.
  • the discharge port 20 in a state where the SB and SAB segments are in contact with each other forms a semicircle.
  • discharge port 20 is formed by two SC segments and an SAC segment that are undrained segments.
  • the segment joint portion 30 should be smoothly introduced with groundwater. If the conventional milk grout is used as the backfill material 50, not only the permeability is good, but the fine particles of the milk grout material are deposited in the oil hole to close the oil hole. If the hole is blocked, the drainage system is disturbed and the hydraulic pressure of the segment lining part is not considered in the design, which may cause serious problems in the stability of the shield tunnel structure. It is completely placed in the drain tunnel concept.
  • the backfill or fill 50 of the present invention is sand 52 or soybean or PS ball. This is because it is most suitable for the concept of drainage tunnel.
  • the particle diameter of the sand 52 or soybean is preferably 1 to 20 mm.
  • the particle diameter of the filler material 50 is larger than 20 mm, the filling of the back cavity having a width of the back cavity of 1 to 10 cm is not performed well, and as a result, additional cavity is generated on the back, causing concentrated load on the segment lining part. The problem arises.
  • the permeability coefficient of the filler 50 is preferably 1 ⁇ 10 ⁇ 3 to 1 ⁇ 10 cm / sec. In order to facilitate the inflow of the shield tunnel segment into the flow path groove 10 from the ground 60.
  • the permeability coefficient of the filling material 50 is less than 1 x 10 -3 cm / sec, the groundwater is not easily introduced into the drainage structure of the shield tunnel, which falls short of the drainage tunnel concept.
  • the filling material 50 such as sand 52 is filled in the rear cavity through the support hole 18 together with the air pressure in the shield tunnel.
  • the support hole 18 is used as the filler 50 supply passage.
  • All segments have a support hole 18 formed in the center of gravity thereof. This is because assembling the lifted segment becomes easier when the support bolt connected to the support bolt inserted and fixed in the support hole 18 is inserted and fixed in the support hole 18 and the wire is lifted by the shielding equipment. .
  • the air pressure used is preferably 1 ⁇ 3bar.
  • the filler 50 is filled in the rear cavity by air pressure. The rounder the shape of the filler 50 is, the better the rolling is to fill the small space of the rear cavity.
  • the SK segment is alternately located at the XL and XR, and at the bottom of the shield tunnel, the SB segment and the two SC segments are alternately positioned at the bottom of the shield tunnel.
  • the segment is sequentially positioned between the KR segment and the SB segment of the SK segment, and the SAC segment is positioned between the KL and KR and SC segments of the SK segment, while the KL, K, KR of the SK segment is located.
  • Segments and four sides of the SA, SAB, and SAC segments have flow path grooves 10 formed at their centers, and outer projecting surfaces 14 and inner projecting surfaces 12 formed on both sides of the channel grooves 10, respectively.
  • the planar portion 16 is formed at two sides in the circumferential direction P, and the outer groove 14 and the outer protrusion 14 and the inner protrusion 12 are formed on both sides thereof.
  • the SC segment which is a segment, has a flow path groove 10 and an outer protruding surface 14 and an inner protruding surface 12 formed on one side thereof in one longitudinal (L) direction, which is in contact with the SAC segment. Is formed on two sides of the circumferential (P) direction, and the water-expandable index member 40 of one row is provided on the inner protruding surface 12 of all the segments in which the flow path grooves 10 are installed.
  • the plane portion 16 is provided with two rows of water-expandable index members 40, and the discharge ports 20 are provided at both end points of the protruding surface 12 in the longitudinal (L) direction of the SAB and the non-drained segment SB.
  • a quarter-shaped discharge groove 22 is formed at right angles to the longitudinal (L) direction flow path grooves 10 at both end points Q of the protruding surface 12 in the longitudinal (L) direction of the SAC and the undrained segment SC, respectively.
  • the quarter-shaped discharge groove 22 is formed only on the protruding surface 12 in the longitudinal (L) direction to communicate with the longitudinal (L) direction flow path groove 10 so that the inflow water is discharged in the Z direction. Shield lining A number of systems.
  • the present invention is designed to be a drainage tunnel concept in which water pressure is not considered, unlike the conventional non-drainage tunnel concept in which water pressure is considered, as well as reducing the segment lining thickness by 20 to 50%, as well as reducing the segment lining production and logistics costs. There is an economic effect that can be reduced by 10-30%.
  • the water expansion index members are arranged in one row only on the protruding surface of the segment joint part, so that the water expansion index members can be reduced as much as the non-drain tunnel concept of the two-row array.
  • FIG. 1 is a perspective view of the shield tunnel of the present invention
  • FIG. 2 is an enlarged view of portion “A” and “B” in FIG. 1.
  • FIG. 3 is a cross-sectional view taken along the line A-A of FIG.
  • FIG. 4 is a cross-sectional view taken along line B-B of FIG.
  • FIG. 6 is a perspective view of SA and SK segments showing the relationship between the flow path groove and the water-expandable index member of the present invention
  • FIG. 7 is a perspective view of SAB and SAC segments showing the relationship between the flow path groove and the water-expandable index member of the present invention.
  • FIG. 8 is a perspective view of the SB segment showing the relationship between the flow path groove and the water-expandable index member of the present invention
  • FIG. 9 is a perspective view of an SC segment showing the relationship between the flow path groove of the present invention and the water-expandable index member
  • the present invention is different from the conventional non-drain tunnel concept of drainage tunnel concept.
  • the SK segment consisting of KL, K, KR, and quadrangular segments having the same size are assembled and constructed while tunneling by the shielding equipment.
  • a two-row array of water-expandable index members 40 is provided in the longitudinal direction on the planar portion 16 in the circumferential direction P and has a single-row arrangement on the inner projecting surface 12 in the longitudinal (L) direction.
  • a water-expandable index member 40 is provided, and at both end points Q of the inner protruding surface 12, an SB segment, which is an undrained segment in which the discharge groove 22 communicates with the flow path groove 40, is installed at the bottom of the excavation ground.
  • the KL is the XL SAB segment. Assembling and installing the segments in the XR-side SA segment by aligning the KR segments with the longitudinal (L) side edges;
  • a K segment having a flow path groove 10 on all four sides and a one-row array of water-expandable index members 40 on all four sides of the inner protruding surface 12 may be formed between the KR and KL segments. L) inserting in the direction side to complete the first row shield assembly;
  • the two-row array of water-expandable index members 40 in the excavating direction in conjunction with the first-row shield assembly include the planar portion 16 in two circumferential (P) directions and the planar portion in one longitudinal (L) direction.
  • the SC segments provided in the (16) are connected to each other in the longitudinal (L) direction of the planar portions 16 to form two SC segments as non-drained segments, but protrude in the longitudinal (L) side where the flow path grooves 10 are formed.
  • the KL segment provided with the flow path groove 10 on all four sides and the water-expandable index member 40 in one row on the inner protruding surface 12 on all four sides is selected from the length L of the SAC segment. Assembling and installing the KR segment and the KL segment against each other on the longitudinal side, with the KR segment facing the longitudinal (L) side of the XL side SAC segment;
  • KR and KL segment types (L) in which the channel grooves 10 are provided on all four sides and the water-expandable index members 40 in one row are provided on the inner protruding surfaces 12 on all four sides. Inserting between the direction sides to complete the second row shield assembly;
  • the particle size of the filler 50 in the step (k) is 1 ⁇ 20mm
  • the permeability coefficient of the filler is preferably 1 x 10 -3 ⁇ 1 x 10 cm / sec. This is because the smooth inflow of groundwater prevents the inflow of the filler 50 into the flow path groove 10 so that clogging of the perforated pipe does not occur.
  • the injection air pressure for filling the filler 50 to be closed in the rear cavity is preferably 1 to 3 bar.

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  • Life Sciences & Earth Sciences (AREA)
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  • Geochemistry & Mineralogy (AREA)
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Abstract

La présente invention concerne la création d'un concept de tunnel de drainage dans lequel la pression de l'eau n'a pas été prise en compte, contrairement à l'état de la technique concernant le concept d'un tunnel non drainé dans lequel la pression de l'eau a été prise en compte. Le concept de tunnel de drainage est élaboré sans prendre en compte la pression de l'eau, ce qui permet de faire des économies, par exemple sur l'épaisseur d'un revêtement à voussoirs qui peut être réduite de 20 % à 50 % et sur les coûts de fabrication du revêtement à voussoirs qui peuvent être réduits de 10 % à 30 %. On utilise du sable ou des balles de PS comme remblai, ce qui élimine les problèmes environnementaux tels que la pollution des eaux souterraines ou d'autres problèmes similaires. De plus, la perméabilité à l'eau et la performance de remblai sont supérieures de façon qu'un interstice puisse être rendu étanche avec une seule action de remblai à l'aide d'air comprimé. De ce fait, il n'est pas nécessaire d'effectuer des travaux de remplissage supplémentaires.
PCT/KR2011/009344 2010-12-07 2011-12-05 Système de drainage d'un revêtement de tunnel bouclier et méthode de construction d'un tunnel bouclier l'utilisant Ceased WO2012077941A2 (fr)

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CN201180058774.4A CN103270246B (zh) 2010-12-07 2011-12-05 盾构隧道衬砌排水系统和使用盾构衬砌排水系统的盾构隧道建造方法

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KR10-2010-0124298 2010-12-07
KR1020100124298A KR101215903B1 (ko) 2010-12-07 2010-12-07 실드터널 라이닝 배수시스템 및 이를 이용한 실드터널 시공방법

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